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13-96-252W J x_44 *4A <0 N r) 113, Ln M > mi mi zzzzz J J J J J �A _60ko 1% % Ld C\j f) q- Ln {A -� U -'-� Y W .-- N I'n V if 1 ovrio�am���MCrofM EA iA lA fA 4A Ki fA * EA Ki EA fA Cr W <A ct 'Y)� EF,W �F -W WJ EA fA 4A NUI- �QJLiJ ZJQ -UM=M - a.o�__in LL_ a.�- �60)4) _-60_'J� 'W W Ln CONCRETE TESTING: 1. CONCRETE SHALL BE TESTED FOR STRENGTH. MINIMUM OF 4 CYLINDERS SHALL BE MADE FOR EACH 50 CU.YDS. OF CONCRETE (OR AT LEAST ONE PER DAY, IF LESS THAT 50 CU.YDS.). TEST IN ACCORDANCE WITH ASTM C -39. SUBMIT ALL TEST RESULTS IN A TIMELY MANNER, TO THE A/E FOR REVIEW. 1.1 TESTING AGENCY WILL BE SELECTED AND PAID FOR BY THE OWNER. TESTS AND INSPECTIONS UNDER DIRECT CONTROL OF THE OWNER. RESULTS OF ALL TESTS SHALL BE SENT TO THE OWNER, OWNER'S REPRESENTATIVES AND THE CONTRACTOR. CONTRACTOR SHALL NOTIFY LABORATORY AT LEAST TWENTY FOUR (24) HOURS BEFORE EACH SCHEDULED CONCRETE PLACING. 1.2 MAKE ONE SET OF FOUR (4) CYLINDERS AND ONE (1) SLUMP TEST FOR THE FOLLOWING. 1.2.A. EACH CLASS OF CONCRETE PLACED EACH DAY, NOT LESS THAN ONCE A DAY. 1.2.6. NOT LESS THAN ONCE FOR EACH 50 CUBIC YARDS OF CONCRETE OR PORTIONS THEREOF. 1.2.C. NOT LESS THAN ONCE FOR EACH 5,000 SQUARE FEET OF SURFACE AREA FOR SLABS. 1.3 SAMPLES FOR THE TESTS SHALL BE OBTAINED FROM A DIFFERENT BATCH OF CONCRETE SELECTED ON A RANDOM BASIS, TAKEN AT 1/4 AND 3/4 POINTS OF THE LOAD IN MIXER. 1.4 TEST ONE (1) CYLINDER AT SEVEN (7) DAYS AND TWO (2) AT TWENTY EIGHT (28) DAYS. HOLD ONE (1) CYLINDER FOR TESTING AT FORTY -FIVE (45) DAYS IF THE 28 DAYS TESTS FAIL TO MEET SPECIFIED STRENGTH. ADDITIONAL CYLINDER TESTS THAT MAY BE REQUIRED BY THE CONTRACTOR (FOR FORMS AND SHORING REMOVAL) SHALL BE ORDERED AND PAID FOR BY THE CONTRACTOR. 2. EVALUATION AND ACCEPTANCE OF CONCR 2.1 IN THE EVENT THAT THE CONCRETE SLUMP AND /OR CONCRETE HAD EXCEEDED THE SPECIFIED DEPOSIT TIME, THE ON -SITE TESTING LAB TECHNICIAN SHALL IMMEDIATELY NOTIFY THE CONTRACTOR'S ON -SITE REPRESENTATIVE WHO SHALL REJECT THE NON - COMPLYING CONCRETE. 2.2 IF CONCRETE TESTS ARE INSUFFICIENT OR INADEQUATE, IN PLACE CONCRETE SHALL BE TESTED AND EVALUATED BY CORE TESTS. USE OF ONLY THE "SWISS- HAMMER" OR "WINDSOR PROBE" ARE NOT ACCEPTABLE WITHOUT THE ADDED CORE TESTING FOR COMPARATIVE RESULTS. FAILURE OF ANY CONCRETE TO MEET SPECIFIED REQUIREMENTS SHALL BE DEEMED NON - COMPLYING AND COSTS OF ADDITIONAL TESTS TO DETERMINE ADEQUACY OR INADEQUACY SHALL BE BORNE BY THE CONTRACTOR. 2.3 CONCRETE REJECTED FOR ANY REASON SHALL BE REMOVED AND REPLACED. LABOR, NEW FORMS AND REINFORCING REQUIRED TO MEET SPECIFICATIONS SHALL BE PROVIDED BY THE CONTRACTOR, AT NO ADDITIONAL COST TO OWNER AND AT NO TIME EXTENSION TO THE PROJECT. PRECAST CONCRETE UNITS - GENERAL REQUIREMENTS: 1. ALL PRECAST UNITS (INDIVIDUAL UNITS OR SYSTEMS) SHALL BE DESIGNED BY THE CONTRACTOR'S OR THE PRECAST MANUFACTURER'S DELEGATED STRUCTURAL ENGINEER. THE DELEGATED ENGINEER SHALL BE A FLORIDA LICENSED ENGINEER, HAVING A MINIMUM OF THREE (3) YEARS OF EXPERIENCE IN THE DESIGN OF THE PARTICULAR ELEMENT(S). 2. SUBMIT SHOP DRAWINGS, ALL CALCULATIONS AND COMPUTER PRINTOUTS PREPARED BY AND SIGNED AND SEALED BY THE DELEGATED STRUCTURAL ENGINEER. COMPUTATIONS SHALL BE MADE FOR EACH MEMBER AND FOR THE SYSTEM (AS APPLICABLE). ENCLOSE A LEGEND OR A DESCRIPTION OF ALL ABBREVIATIONS AND NOMENCLATURES, USED IN THE CALCULATIONS AND COMPUTER INPUT /OUTPUT. 3. PRESTRESSED UNITS SHALL BE DESIGNED AND MANUFACTURED IN ACCORDANCE WITH THE REQUIREMENTS OF THE BUILDING CODE, P.C.I. MANUAL AND A.C.I. CODE. MEMBERS SHALL BE DESIGNED TO CARRY OWN WEIGHT AND ALL SUPERIMPOSED DEAD LOADS PLUS LIVE LOADS. ALL MEMBERS SHALL ALSO BE DESIGNED TO CARRY ALL EXPECTED CONSTRUCTION PHASE LOADS. 4. SHOP DRAWINGS SHALL SHOW AND SPECIFY CONCRETE TYPE AND STRENGTH, REINFORCING (REBARS AND CABLES), ANCHORAGE, STEEL INSERTS, CONCRETE COVERS, CABLE DEPRESSIONS, BEARING DIMENSIONS, PLAN LAYOUT AND LOCATION OF EACH PRECAST MEMBER, CONNECTION TO OTHER STRUCTURES AND SUPPORTS, ALL PENETRATIONS (AS REQUIRED BY OTHER TRADES) LOAD TRANSFERRING COMPONENTS, DESIGN LOADS AND OTHER RELATED INFORMATION ALSO SHOWN ON THE STRUCTURAL PLANS. 5. ALL LOADS AND REACTIONS APPLIED BY THE PRECAST ELEMENTS ONTO THE SUPPORTING STRUCTURE, SHALL BE CLEARLY INDICATED ON THE SHOP DRAWINGS. IF REQUIRED, THE ENGINEER -OF- RECORD SHALL ADJUST THE MAIN STRUCTURE TO SUPPORT SAID LOADS. 6. DELEGATED ENGINEER SHALL ALSO DESIGN AND INDICATE ON THE SHOP DRAWINGS, ALL TEMPORARY SHORING, TEMPORARY ATTACHMENTS, FORMWORK, BRACING AND RESHORES (INCLUDING TIME FOR REMOVAL THEREOF) AS REQUIRED FOR SAFE ERECTION OF THE PRECAST UNITS AND /OR THE SYSTEM. 7. NO FABRICATION OF PRECAST COMPONENTS SHALL BEGIN, UNTIL ALL SHOP DRAWINGS AND CALCULATIONS HAVE BEEN REVIEWED BY THE ENGINEER -OF- RECORD AND THE ARCHITECT. 8. ALL METAL CONNECTIONS SHALL BE RUST -PROOF PAINTED. ALL FIELD WELDS SHALL BE WIRE- BRUSHED CLEAN AND RUST -PROOF PAINTED. TOUCH UP WITH RUST -PROOF PAINT ALL COATED STEEL WITH PAINT DAMAGED DURING TRANSPORTATION, ERECTION OR ADJACENT WELDING OPERATIONS. ALL WELD SHALL BE INSPECTED BY A CERTIFIED WELDING INSPECTOR. 9. PRECAST UNITS PLACED IN STRUCTURES LOCATED IN CORROSIVE ATMOSPHERES (SUCH AS EASTWARD OF THE COASTAL BUILDING CONSTRUCTION LINE) SHALL HAVE COATED REINFORCING OR SPECIALLY DESIGNED CONCRETE MIX. 10. ALL PRECAST COMPONENTS, SHALL BE INSPECTED FOR QUALITY CONTROL, BY THE DELEGATED ENGINEER, PRIOR TO CASTING OF CONCRETE AT THE CASTING YARD. A COMPLETE RECORD SET OF MATERIAL, STRESSING AND CONCRETE TESTING SHALL BE PROVIDED TO THE DELEGATED ENGINEER AND THE ENGINEER -OF- RECORD. THESE TESTS SHALL BE AVAILABLE TO THE BUILDING OFFICIAL DURING HIS INSPECTIONS AND FOR 7 YEARS AFTER COMPLETION OF THE PROJECT. 11. CONTRACTOR TO NOTE THAT ALL PRECAST - PRESTRESSES BEAM OR JOIST ELEMENTS WILL HAVE A CAMBER. THE EXTENT OF SUCH CAMBER MAY BE CONTROLLED BY THE ELEMENT DESIGNER (TO A CERTAIN DEGREE) BUT CANNOT BE ASSURED. WHERE DIFFERENT BUILDING ITEMS ARE TO BE CONNECTED TO SUCH PRECAST ELEMENTS AND MAY BE AFFECTED BY THE DEGREE OF THE CAMBER, THE CONTRACTOR SHALL COORDINATE ME CAMBERS WITH THE PC DESIGNER/MANUFACTURER TO MINIMIZE POTENTIAL UNEXPEC -ED CAMBERS AND ALLOW FOR ADDITIONAL SHIMS, SPACERS, BUCKS, ETC. (INCLUDING LABOR) TO ACCOMMODATE CAMBERS WHEN IT BECOMES NECESSARY. 12. PRECAST CONCRETE SLAB UNITS SHALL HAVE MINIMAL CAMBER DIFFERENCES BETWEEN ADJACENT UNITS AND BETWEEN A P.C. UNIT AND A CAST -IN -PLACE BEAM. 13. FIRE RATING: COMPLY WITH FIRE RATING REQUIREMENTS AS INDICATED HEREN OR ON THE ARCHITECTURAL PLANS. IF FIRE RATING INFORMATION HAS NOT BEEN INCLI )ED, CONTACT ARCHITECT /ENGINEER FOR INFORMATION, BEFORE PROCEEDING WITH ENGINEERING AND SHOP DRAWING PREPARATION. 14. "SPECIAL INSPECTION" SERVICES ARE REQUIRED FOR THIS TYPE OF STRUCTURE IN MIAMI -DADE AND BROWARD COUNTIES, IN ADDITION TO THE INSPECTIONS PROVIDED BY THE LOCAL BUILDING DEPARTMENT. SEE "SPECIAL INSPECTION REQUIREMENTS" SECTION IN THESE GENERAL NOTES. CONTACT A/E FOR ANY REQUIRED INFORMATION AND /OR QUESTIONS. COMPOSITE PRESTRESSED PRECAST JOISTS AND CAST -IN -PLACE SLAB: 1. PRESTRESSED PRECAST JOISTS DEPTH AS INDICATED ON THE PLANS (U.O.N INDICATED ON THE SHOP DRAWINGS), SPACED AS INDICATED ON THE PLANS OR AS REQUIRED BY CALCULATIONS. CAST -IN -PLACE COMPOSITE SLAB SHALL BE A MINIMUM OF 4-3/4" THICK, REINFORCED WITH #4'S AT 12 INCHES ON CENTER EACH WAY (CENTERED WITH THE SLAB). SEE PLANS FOR ADDITIONAL REBARS OVER BEAMS AND AT CORNERS. 2. COPE TOP OF JOISTS AT SUPPORTS TO PROVIDE CLEARANCE FOR BEAMS' TOP REINFORCEMENT AS REQUIRED. PROVIDE OTHER APPLICABLE PC JOISTS CONNECTORS AS MAY BE NECESSARY TO CLEAR CONGESTED REINFORCING OR OTHER CONDITIONS. 3. IN THE EVENT THAT THE BOTTOM OF THE JOIST IS AT A DISTANCE OF 4" OR LESS FROM THE BOTTOM OF THE SUPPORTING BEAM, THE JOISTS DESIGNER SHALL PROVIDE A BOTTOM NOTCH AT EACH SUCH JOIST. (BOTTOM NOTCHED JOISTS MAY ALSO BE REQUIRED ELSEWHERE ON THE PLANS - SEE SECTIONS AND ENGINEERED SHOP DRAWINGS). 4. MINIMUM CONCRETE STRENGTH OF THE PRECAST JOISTS IS F'c = 5,000 PSI AND THE CAST -IN -PLACE SLAB F'c = 5,000 P.S.I. 5. MINIMUM BEARING OF THE JOIST ONTO THE SUPPORTING BEAMS IS 4 ". 6. THE PROJECT REQUIRE 16" OR 24" WIDE COMPOSITE PC BEAM SOFFITS WITH CAST -IN -PLACE CONCRETE ON TOP - SEE BEAM SCHEDULE FOR CALCULATED ULTIMATE MOMENTS AND SHEAR (TO BE USED BY THE COMPOSITE PC BEAM - DESIGNER). 7. PC COMPOSITE BEAM DESIGNER SHALL DESIGN THE PC SOFFIT FOR THE PROVIDED MOMENTS AND DESIGN THE STIRRUPS (OR TIES) FOR A COMBINED SHEAR AND TORSION (AS APPLICABLE). 8. SEE STRUCTURAL PLANS OR SCHEDULE FOR "SHEAR - FRICTION" REINFORCING. UNLESS OTHERWISE SPECIFIED, MINIMUM SHEAR - FRICTION REINFORCING SHALL BE NO LESS THAN (5) -#6'S (10' LONG STRAIGHT BARS OR 6' LONG W /HOOK AT END COLUMNS). 9. REQUIRED SYSTEM FIRE RATING IS ONE (1) OR TWO (2) HOURS MINIMUM (UNLESS OTHERWISE NOTED) - SEE ARCHITECTURAL DOCUMENTS FOR ALL FIRE RATING REQUIREMENTS. NON- REINFORCED LOAD BEARING MASONRY WALLS: 1. HOLLOW LOAD- BEARING MASONRY UNITS SHALL CONFORM TO ASTM C -90, TYPE I, REGULAR WEIGHT, WITH A MINIMUM DESIGN COMPRESSIVE STRENGTH ON NET AREA OF F'm =1,900 PSI. ALL BLOCKS SHALL BE 2 HOUR MINIMUM FIRE RATED BLOC CONSTRUCTION SHALL BE IN ACCORDANCE WITH LATEST ACI -530 SPECIFICATIONS. 02 2. MORTAR SHALL CONFORM TO ASTM C -270, TYPE "M" OR "S 3. LAY ALL MASONRY WITH FULL FACE HEAD JOINTS AND WITH FACE SHELL MORTAR BEDDING. 4. CONCRETE IN TIE COLUMNS AND TIE BEAMS SHALL BE PLACED AGAINST IN -PLACE MASONRY. 5. HORIZONTAL REINFORCING: PROVIDE GALVANIZED #9 GAGE WIRE, TRUSS TYPE, HORIZONTAL JOINT REINFORCING EVERY 2ND BLOCK COURSE (1' -4" O.C. VERTICALLY) LAPPED 7 -1/2" AND EXTENDED 4" INTO CONCRETE COLUMNS. PROVIDE SPECIAL HORIZONTAL REINFORCING AT "T" AND "L" INTERSECTION. PROVIDE "DOVE -TAIL" ANCHORS AT 16" O.C. VERTICALLY FOR ALL MASONRY PLACED ADJACENT TO ALREADY IN PLACE COLUMNS. 6. CONCRETE TIE COLUMNS ARE REQUIRED AT 16 FT. ON CENTERS MAXIMUM (SMALLER SPACING MAY BE REQUIRED TO LIMIT THE MASONRY PANEL AREA TO 240 SQ.FT.) OR AS REQUIRED BY DESIGN), AT EVERY CORNER OR CHANGE OF WALL DIRECTION, ON EACH SIDE OF OPENINGS LARGER THAN 8 FT., ADJACENT TO ANY CORNER OPENING LARGER THAN 4 FT., AT GABLE AND SHED END CORNERS AND AT FREE STANDING OF WALLS EXCEEDING 2 FT.. ALL TIE COLUMNS AND COLUMNS SHALL BE EXTENDED TO THE TOP OF THE ROOF PARAPET WALL (UNLESS OTHERWISE INDICATED ON THE PLANS OR DETAILS). 7. IN THE EVENT OF DISCREPANCY BETWEEN THESE REQUIREMENTS AND THE COLUMNS INDICATED ON THE PLANS, THE MORE STRINGENT REQUIREMENT OR CONDITION SHALL BE USED. 8. ANY MASONRY OPENINGS BETWEEN 3 AND 8 FT. IN WIDTH SHALL HAVE ONE #5 VERTICAL REBAR ON EACH SIDE, PLACED IN BLOCK CELL FILLED WITH CONCRETE. THESE REBARS SHALL BE HOOKED AT THE FOUNDATION AND AT THE TIE BEAM AND LAPPED 30" MINIMUM. 9. SEE SECTION "CONCRETE AND REINFORCING" FOR MINIMUM TIE BEAMS, WHERE OTHER BEAMS ARE NOT OTHERWISE INDICATED ON PLANS. 10. IN COMPLIANCE WITH "OSHA" REQUIREMENTS (29 CFR 1926.706(b)) WALLS HIGHER THAN 8 FT. SHALL BE LATERALLY BRACED DURING CONSTRUCTION. BRACING SHALL REMAIN IN PLACE TILL THE ROOF AND /OR FLOOR STRUCTURES HAVE BEEN SECURED TO PROVIDE THE REQUIRED PERMANENT BRACING. CONTRACTOR SHALL PROVIDE LATERAL BRACING SHOP DRAWINGS OR DATA SHEETS, DESIGNED, SIGNED AND SEALED BY A FLORIDA REGISTERED STRUCTURAL ENGINEER. STRUCTURAL DESIGN CRITERI. 1. WIND DESIGN CRITERIA: WIND DESIGN CODE: ASCE -7(10) BUILDING CATEGORY. 2 WIND VELOCITY: 175 MPH (LRFD) ENCLOSED BUILDING: EXPOSURE CATEGORY. "C" (GCPi = f0.18) IMPORTANCE FACTOR: 1.00 Kd = 0.85 MEAN ROOF HEIGHT: 50 FT. MAX. (FLAT ROOF) CORNER DISTANCE "a" = 5.00 FT. 2. WIND FORCE SUMMARY: (A.S.D = 0.60 x LRFD) 2A. MAIN WIND FORCE RESISTING SYSTEM: 27.6-2): ZONE 3: -56.5 PSF ZONE 4: -41.5 PSF ZONE 5: -34.0 PSF WALL (TABLE 27.6 -1): WINDWARD + LEEWARD: 48.7 PSF LEEWARD: -17.4 PSF WINDWARD: -32.2 PSF WIND ON PARAPET (FIG 27.6 -1): 78.4 PSF 26. COMPONENTS & CLADDING: (CHAPTER 30 - PART 2) BUILDING ELEMENT ZONE 1 ZONE 2 ZONE 3 � Q ZONE 5- FLAT ROOF Li 56.0 -56.0 Cincinnati (FIELD) T -51.6 T Co 3 m Jacksonville Louisville T Memphis Nashville A 'p m o a, WALL > G R E S H A M oL 3 U PARAPET WALL o a) a L L Q - U < W J x_44 *4A <0 N r) 113, Ln M > mi mi zzzzz J J J J J �A _60ko 1% % Ld C\j f) q- Ln {A -� U -'-� Y W .-- N I'n V if 1 ovrio�am���MCrofM EA iA lA fA 4A Ki fA * EA Ki EA fA Cr W <A ct 'Y)� EF,W �F -W WJ EA fA 4A NUI- �QJLiJ ZJQ -UM=M - a.o�__in LL_ a.�- �60)4) _-60_'J� 'W W Ln CONCRETE TESTING: 1. CONCRETE SHALL BE TESTED FOR STRENGTH. MINIMUM OF 4 CYLINDERS SHALL BE MADE FOR EACH 50 CU.YDS. OF CONCRETE (OR AT LEAST ONE PER DAY, IF LESS THAT 50 CU.YDS.). TEST IN ACCORDANCE WITH ASTM C -39. SUBMIT ALL TEST RESULTS IN A TIMELY MANNER, TO THE A/E FOR REVIEW. 1.1 TESTING AGENCY WILL BE SELECTED AND PAID FOR BY THE OWNER. TESTS AND INSPECTIONS UNDER DIRECT CONTROL OF THE OWNER. RESULTS OF ALL TESTS SHALL BE SENT TO THE OWNER, OWNER'S REPRESENTATIVES AND THE CONTRACTOR. CONTRACTOR SHALL NOTIFY LABORATORY AT LEAST TWENTY FOUR (24) HOURS BEFORE EACH SCHEDULED CONCRETE PLACING. 1.2 MAKE ONE SET OF FOUR (4) CYLINDERS AND ONE (1) SLUMP TEST FOR THE FOLLOWING. 1.2.A. EACH CLASS OF CONCRETE PLACED EACH DAY, NOT LESS THAN ONCE A DAY. 1.2.6. NOT LESS THAN ONCE FOR EACH 50 CUBIC YARDS OF CONCRETE OR PORTIONS THEREOF. 1.2.C. NOT LESS THAN ONCE FOR EACH 5,000 SQUARE FEET OF SURFACE AREA FOR SLABS. 1.3 SAMPLES FOR THE TESTS SHALL BE OBTAINED FROM A DIFFERENT BATCH OF CONCRETE SELECTED ON A RANDOM BASIS, TAKEN AT 1/4 AND 3/4 POINTS OF THE LOAD IN MIXER. 1.4 TEST ONE (1) CYLINDER AT SEVEN (7) DAYS AND TWO (2) AT TWENTY EIGHT (28) DAYS. HOLD ONE (1) CYLINDER FOR TESTING AT FORTY -FIVE (45) DAYS IF THE 28 DAYS TESTS FAIL TO MEET SPECIFIED STRENGTH. ADDITIONAL CYLINDER TESTS THAT MAY BE REQUIRED BY THE CONTRACTOR (FOR FORMS AND SHORING REMOVAL) SHALL BE ORDERED AND PAID FOR BY THE CONTRACTOR. 2. EVALUATION AND ACCEPTANCE OF CONCR 2.1 IN THE EVENT THAT THE CONCRETE SLUMP AND /OR CONCRETE HAD EXCEEDED THE SPECIFIED DEPOSIT TIME, THE ON -SITE TESTING LAB TECHNICIAN SHALL IMMEDIATELY NOTIFY THE CONTRACTOR'S ON -SITE REPRESENTATIVE WHO SHALL REJECT THE NON - COMPLYING CONCRETE. 2.2 IF CONCRETE TESTS ARE INSUFFICIENT OR INADEQUATE, IN PLACE CONCRETE SHALL BE TESTED AND EVALUATED BY CORE TESTS. USE OF ONLY THE "SWISS- HAMMER" OR "WINDSOR PROBE" ARE NOT ACCEPTABLE WITHOUT THE ADDED CORE TESTING FOR COMPARATIVE RESULTS. FAILURE OF ANY CONCRETE TO MEET SPECIFIED REQUIREMENTS SHALL BE DEEMED NON - COMPLYING AND COSTS OF ADDITIONAL TESTS TO DETERMINE ADEQUACY OR INADEQUACY SHALL BE BORNE BY THE CONTRACTOR. 2.3 CONCRETE REJECTED FOR ANY REASON SHALL BE REMOVED AND REPLACED. LABOR, NEW FORMS AND REINFORCING REQUIRED TO MEET SPECIFICATIONS SHALL BE PROVIDED BY THE CONTRACTOR, AT NO ADDITIONAL COST TO OWNER AND AT NO TIME EXTENSION TO THE PROJECT. PRECAST CONCRETE UNITS - GENERAL REQUIREMENTS: 1. ALL PRECAST UNITS (INDIVIDUAL UNITS OR SYSTEMS) SHALL BE DESIGNED BY THE CONTRACTOR'S OR THE PRECAST MANUFACTURER'S DELEGATED STRUCTURAL ENGINEER. THE DELEGATED ENGINEER SHALL BE A FLORIDA LICENSED ENGINEER, HAVING A MINIMUM OF THREE (3) YEARS OF EXPERIENCE IN THE DESIGN OF THE PARTICULAR ELEMENT(S). 2. SUBMIT SHOP DRAWINGS, ALL CALCULATIONS AND COMPUTER PRINTOUTS PREPARED BY AND SIGNED AND SEALED BY THE DELEGATED STRUCTURAL ENGINEER. COMPUTATIONS SHALL BE MADE FOR EACH MEMBER AND FOR THE SYSTEM (AS APPLICABLE). ENCLOSE A LEGEND OR A DESCRIPTION OF ALL ABBREVIATIONS AND NOMENCLATURES, USED IN THE CALCULATIONS AND COMPUTER INPUT /OUTPUT. 3. PRESTRESSED UNITS SHALL BE DESIGNED AND MANUFACTURED IN ACCORDANCE WITH THE REQUIREMENTS OF THE BUILDING CODE, P.C.I. MANUAL AND A.C.I. CODE. MEMBERS SHALL BE DESIGNED TO CARRY OWN WEIGHT AND ALL SUPERIMPOSED DEAD LOADS PLUS LIVE LOADS. ALL MEMBERS SHALL ALSO BE DESIGNED TO CARRY ALL EXPECTED CONSTRUCTION PHASE LOADS. 4. SHOP DRAWINGS SHALL SHOW AND SPECIFY CONCRETE TYPE AND STRENGTH, REINFORCING (REBARS AND CABLES), ANCHORAGE, STEEL INSERTS, CONCRETE COVERS, CABLE DEPRESSIONS, BEARING DIMENSIONS, PLAN LAYOUT AND LOCATION OF EACH PRECAST MEMBER, CONNECTION TO OTHER STRUCTURES AND SUPPORTS, ALL PENETRATIONS (AS REQUIRED BY OTHER TRADES) LOAD TRANSFERRING COMPONENTS, DESIGN LOADS AND OTHER RELATED INFORMATION ALSO SHOWN ON THE STRUCTURAL PLANS. 5. ALL LOADS AND REACTIONS APPLIED BY THE PRECAST ELEMENTS ONTO THE SUPPORTING STRUCTURE, SHALL BE CLEARLY INDICATED ON THE SHOP DRAWINGS. IF REQUIRED, THE ENGINEER -OF- RECORD SHALL ADJUST THE MAIN STRUCTURE TO SUPPORT SAID LOADS. 6. DELEGATED ENGINEER SHALL ALSO DESIGN AND INDICATE ON THE SHOP DRAWINGS, ALL TEMPORARY SHORING, TEMPORARY ATTACHMENTS, FORMWORK, BRACING AND RESHORES (INCLUDING TIME FOR REMOVAL THEREOF) AS REQUIRED FOR SAFE ERECTION OF THE PRECAST UNITS AND /OR THE SYSTEM. 7. NO FABRICATION OF PRECAST COMPONENTS SHALL BEGIN, UNTIL ALL SHOP DRAWINGS AND CALCULATIONS HAVE BEEN REVIEWED BY THE ENGINEER -OF- RECORD AND THE ARCHITECT. 8. ALL METAL CONNECTIONS SHALL BE RUST -PROOF PAINTED. ALL FIELD WELDS SHALL BE WIRE- BRUSHED CLEAN AND RUST -PROOF PAINTED. TOUCH UP WITH RUST -PROOF PAINT ALL COATED STEEL WITH PAINT DAMAGED DURING TRANSPORTATION, ERECTION OR ADJACENT WELDING OPERATIONS. ALL WELD SHALL BE INSPECTED BY A CERTIFIED WELDING INSPECTOR. 9. PRECAST UNITS PLACED IN STRUCTURES LOCATED IN CORROSIVE ATMOSPHERES (SUCH AS EASTWARD OF THE COASTAL BUILDING CONSTRUCTION LINE) SHALL HAVE COATED REINFORCING OR SPECIALLY DESIGNED CONCRETE MIX. 10. ALL PRECAST COMPONENTS, SHALL BE INSPECTED FOR QUALITY CONTROL, BY THE DELEGATED ENGINEER, PRIOR TO CASTING OF CONCRETE AT THE CASTING YARD. A COMPLETE RECORD SET OF MATERIAL, STRESSING AND CONCRETE TESTING SHALL BE PROVIDED TO THE DELEGATED ENGINEER AND THE ENGINEER -OF- RECORD. THESE TESTS SHALL BE AVAILABLE TO THE BUILDING OFFICIAL DURING HIS INSPECTIONS AND FOR 7 YEARS AFTER COMPLETION OF THE PROJECT. 11. CONTRACTOR TO NOTE THAT ALL PRECAST - PRESTRESSES BEAM OR JOIST ELEMENTS WILL HAVE A CAMBER. THE EXTENT OF SUCH CAMBER MAY BE CONTROLLED BY THE ELEMENT DESIGNER (TO A CERTAIN DEGREE) BUT CANNOT BE ASSURED. WHERE DIFFERENT BUILDING ITEMS ARE TO BE CONNECTED TO SUCH PRECAST ELEMENTS AND MAY BE AFFECTED BY THE DEGREE OF THE CAMBER, THE CONTRACTOR SHALL COORDINATE ME CAMBERS WITH THE PC DESIGNER/MANUFACTURER TO MINIMIZE POTENTIAL UNEXPEC -ED CAMBERS AND ALLOW FOR ADDITIONAL SHIMS, SPACERS, BUCKS, ETC. (INCLUDING LABOR) TO ACCOMMODATE CAMBERS WHEN IT BECOMES NECESSARY. 12. PRECAST CONCRETE SLAB UNITS SHALL HAVE MINIMAL CAMBER DIFFERENCES BETWEEN ADJACENT UNITS AND BETWEEN A P.C. UNIT AND A CAST -IN -PLACE BEAM. 13. FIRE RATING: COMPLY WITH FIRE RATING REQUIREMENTS AS INDICATED HEREN OR ON THE ARCHITECTURAL PLANS. IF FIRE RATING INFORMATION HAS NOT BEEN INCLI )ED, CONTACT ARCHITECT /ENGINEER FOR INFORMATION, BEFORE PROCEEDING WITH ENGINEERING AND SHOP DRAWING PREPARATION. 14. "SPECIAL INSPECTION" SERVICES ARE REQUIRED FOR THIS TYPE OF STRUCTURE IN MIAMI -DADE AND BROWARD COUNTIES, IN ADDITION TO THE INSPECTIONS PROVIDED BY THE LOCAL BUILDING DEPARTMENT. SEE "SPECIAL INSPECTION REQUIREMENTS" SECTION IN THESE GENERAL NOTES. CONTACT A/E FOR ANY REQUIRED INFORMATION AND /OR QUESTIONS. COMPOSITE PRESTRESSED PRECAST JOISTS AND CAST -IN -PLACE SLAB: 1. PRESTRESSED PRECAST JOISTS DEPTH AS INDICATED ON THE PLANS (U.O.N INDICATED ON THE SHOP DRAWINGS), SPACED AS INDICATED ON THE PLANS OR AS REQUIRED BY CALCULATIONS. CAST -IN -PLACE COMPOSITE SLAB SHALL BE A MINIMUM OF 4-3/4" THICK, REINFORCED WITH #4'S AT 12 INCHES ON CENTER EACH WAY (CENTERED WITH THE SLAB). SEE PLANS FOR ADDITIONAL REBARS OVER BEAMS AND AT CORNERS. 2. COPE TOP OF JOISTS AT SUPPORTS TO PROVIDE CLEARANCE FOR BEAMS' TOP REINFORCEMENT AS REQUIRED. PROVIDE OTHER APPLICABLE PC JOISTS CONNECTORS AS MAY BE NECESSARY TO CLEAR CONGESTED REINFORCING OR OTHER CONDITIONS. 3. IN THE EVENT THAT THE BOTTOM OF THE JOIST IS AT A DISTANCE OF 4" OR LESS FROM THE BOTTOM OF THE SUPPORTING BEAM, THE JOISTS DESIGNER SHALL PROVIDE A BOTTOM NOTCH AT EACH SUCH JOIST. (BOTTOM NOTCHED JOISTS MAY ALSO BE REQUIRED ELSEWHERE ON THE PLANS - SEE SECTIONS AND ENGINEERED SHOP DRAWINGS). 4. MINIMUM CONCRETE STRENGTH OF THE PRECAST JOISTS IS F'c = 5,000 PSI AND THE CAST -IN -PLACE SLAB F'c = 5,000 P.S.I. 5. MINIMUM BEARING OF THE JOIST ONTO THE SUPPORTING BEAMS IS 4 ". 6. THE PROJECT REQUIRE 16" OR 24" WIDE COMPOSITE PC BEAM SOFFITS WITH CAST -IN -PLACE CONCRETE ON TOP - SEE BEAM SCHEDULE FOR CALCULATED ULTIMATE MOMENTS AND SHEAR (TO BE USED BY THE COMPOSITE PC BEAM - DESIGNER). 7. PC COMPOSITE BEAM DESIGNER SHALL DESIGN THE PC SOFFIT FOR THE PROVIDED MOMENTS AND DESIGN THE STIRRUPS (OR TIES) FOR A COMBINED SHEAR AND TORSION (AS APPLICABLE). 8. SEE STRUCTURAL PLANS OR SCHEDULE FOR "SHEAR - FRICTION" REINFORCING. UNLESS OTHERWISE SPECIFIED, MINIMUM SHEAR - FRICTION REINFORCING SHALL BE NO LESS THAN (5) -#6'S (10' LONG STRAIGHT BARS OR 6' LONG W /HOOK AT END COLUMNS). 9. REQUIRED SYSTEM FIRE RATING IS ONE (1) OR TWO (2) HOURS MINIMUM (UNLESS OTHERWISE NOTED) - SEE ARCHITECTURAL DOCUMENTS FOR ALL FIRE RATING REQUIREMENTS. NON- REINFORCED LOAD BEARING MASONRY WALLS: 1. HOLLOW LOAD- BEARING MASONRY UNITS SHALL CONFORM TO ASTM C -90, TYPE I, REGULAR WEIGHT, WITH A MINIMUM DESIGN COMPRESSIVE STRENGTH ON NET AREA OF F'm =1,900 PSI. ALL BLOCKS SHALL BE 2 HOUR MINIMUM FIRE RATED BLOC CONSTRUCTION SHALL BE IN ACCORDANCE WITH LATEST ACI -530 SPECIFICATIONS. 02 2. MORTAR SHALL CONFORM TO ASTM C -270, TYPE "M" OR "S 3. LAY ALL MASONRY WITH FULL FACE HEAD JOINTS AND WITH FACE SHELL MORTAR BEDDING. 4. CONCRETE IN TIE COLUMNS AND TIE BEAMS SHALL BE PLACED AGAINST IN -PLACE MASONRY. 5. HORIZONTAL REINFORCING: PROVIDE GALVANIZED #9 GAGE WIRE, TRUSS TYPE, HORIZONTAL JOINT REINFORCING EVERY 2ND BLOCK COURSE (1' -4" O.C. VERTICALLY) LAPPED 7 -1/2" AND EXTENDED 4" INTO CONCRETE COLUMNS. PROVIDE SPECIAL HORIZONTAL REINFORCING AT "T" AND "L" INTERSECTION. PROVIDE "DOVE -TAIL" ANCHORS AT 16" O.C. VERTICALLY FOR ALL MASONRY PLACED ADJACENT TO ALREADY IN PLACE COLUMNS. 6. CONCRETE TIE COLUMNS ARE REQUIRED AT 16 FT. ON CENTERS MAXIMUM (SMALLER SPACING MAY BE REQUIRED TO LIMIT THE MASONRY PANEL AREA TO 240 SQ.FT.) OR AS REQUIRED BY DESIGN), AT EVERY CORNER OR CHANGE OF WALL DIRECTION, ON EACH SIDE OF OPENINGS LARGER THAN 8 FT., ADJACENT TO ANY CORNER OPENING LARGER THAN 4 FT., AT GABLE AND SHED END CORNERS AND AT FREE STANDING OF WALLS EXCEEDING 2 FT.. ALL TIE COLUMNS AND COLUMNS SHALL BE EXTENDED TO THE TOP OF THE ROOF PARAPET WALL (UNLESS OTHERWISE INDICATED ON THE PLANS OR DETAILS). 7. IN THE EVENT OF DISCREPANCY BETWEEN THESE REQUIREMENTS AND THE COLUMNS INDICATED ON THE PLANS, THE MORE STRINGENT REQUIREMENT OR CONDITION SHALL BE USED. 8. ANY MASONRY OPENINGS BETWEEN 3 AND 8 FT. IN WIDTH SHALL HAVE ONE #5 VERTICAL REBAR ON EACH SIDE, PLACED IN BLOCK CELL FILLED WITH CONCRETE. THESE REBARS SHALL BE HOOKED AT THE FOUNDATION AND AT THE TIE BEAM AND LAPPED 30" MINIMUM. 9. SEE SECTION "CONCRETE AND REINFORCING" FOR MINIMUM TIE BEAMS, WHERE OTHER BEAMS ARE NOT OTHERWISE INDICATED ON PLANS. 10. IN COMPLIANCE WITH "OSHA" REQUIREMENTS (29 CFR 1926.706(b)) WALLS HIGHER THAN 8 FT. SHALL BE LATERALLY BRACED DURING CONSTRUCTION. BRACING SHALL REMAIN IN PLACE TILL THE ROOF AND /OR FLOOR STRUCTURES HAVE BEEN SECURED TO PROVIDE THE REQUIRED PERMANENT BRACING. CONTRACTOR SHALL PROVIDE LATERAL BRACING SHOP DRAWINGS OR DATA SHEETS, DESIGNED, SIGNED AND SEALED BY A FLORIDA REGISTERED STRUCTURAL ENGINEER. STRUCTURAL DESIGN CRITERI. 1. WIND DESIGN CRITERIA: WIND DESIGN CODE: ASCE -7(10) BUILDING CATEGORY. 2 WIND VELOCITY: 175 MPH (LRFD) ENCLOSED BUILDING: EXPOSURE CATEGORY. "C" (GCPi = f0.18) IMPORTANCE FACTOR: 1.00 Kd = 0.85 MEAN ROOF HEIGHT: 50 FT. MAX. (FLAT ROOF) CORNER DISTANCE "a" = 5.00 FT. 2. WIND FORCE SUMMARY: (A.S.D = 0.60 x LRFD) 2A. MAIN WIND FORCE RESISTING SYSTEM: 27.6-2): ZONE 3: -56.5 PSF ZONE 4: -41.5 PSF ZONE 5: -34.0 PSF WALL (TABLE 27.6 -1): WINDWARD + LEEWARD: 48.7 PSF LEEWARD: -17.4 PSF WINDWARD: -32.2 PSF WIND ON PARAPET (FIG 27.6 -1): 78.4 PSF 26. COMPONENTS & CLADDING: (CHAPTER 30 - PART 2) BUILDING ELEMENT ZONE 1 ZONE 2 ZONE 3 ZONE 4+ ZONE 4- ZONE 5- FLAT ROOF -47.3 56.0 -56.0 Cincinnati (FIELD) ROOFING FLAT -51.6 86.6 -86.6 3 Jacksonville Louisville OVERHANG Memphis Nashville A 74.4 122. WALL G R E S H A M +43.1 -47.0 -54.6 PARAPET WALL 6030 Hollywood Blvd.7� Suite 210 132.2 Hollywood, Florida 330-2A.: -.'s GL 3S WINDOWS/DOORS (10 SQ.FT) EXT. METAL CLADDING PANELS 47.2 -51.2 -63.0 (SEE NOTE #4) 3. THE WIND LOADS INDICATED IN THE TABLE ABOVE HAVE BEEN CALCULATED BASED ON THE "MAIN - FRAME" DESIGN FACTORS OF THE "ASCE -7 ". STRUCTURAL ELEMENTS EXPOSED TO WIND HAVE BEEN DESIGNED BASED ON "COMPONENTS & CLADDING" FACTORS OF THE CODE. 4. WIND LOAD CALCULATIONS ON DOORS NDOWS: 4.1 IN THE ABSENCE OF SPECIFIC INFORMATION REGARDING THE WINDOWS/DOORS (AT THE TIME OF PREPARATION OF THESE PLANS), WIND LOADS HAVE BEEN CALCULATED BASED ON THE TRIBUTARY AREA USED FOR EACH TYPE AS INDICATED, PRODUCING THE MAXIMUM POSSIBLE CALCULATED WIND PRESSUE /SUCTION (UNLESS OTHERWISE PERMITTED - SEE CONDITION "B "). 4.2 THE ABOVE LISTED WIND PRESSURE /SUCTION ASSUME THAT THE SPECIFIC DOOR/ WINDOW PRODUCT APPROVAL DOCUMENTS INDICATE THAT THE TESTED WIND PRESSURE/ SUCTION CAPACITIES HAVE NOT BEEN INCREASED BY A FACTOR OF 1.33, THE CALCULATED PRESSURE /SUCTION VALUES ASSUME Kd = 0.85 CONDITION "A": IN THE EVENT THAT THE SPECIFIC DOOR/WINDOW PRODUCT APPROVAL DOCUMENTS INDICATE THAT THE TESTED WIND PRESSURE /SUCTION CAPACITIES HAVE BEEN INCREASED BY A FACTOR OF M THE CALCULATED PRESSURE /SUCTION VALUES SHOWN IN THE TABLE ABOVE SHALL BE MULTIPLIED BY 1.176 (TO ACCOUNT FOR Kd = 1.00 CONDITION "B ": IN THE EVENT THAT THE OWNER /CONTRACTOR/MANUF. CAN SUBMIT DATA IDENTIFYING THE TRIBUTARY AREA OF THE ELEMENT THAT CONTROLLED THE TESTED CAPACITY OF THE DOOR /WINDOW. THE ENGINEER -OF- RECORD MAY ADJUST THE ABOVE LOADS DESIGNED USING SAID TRIBUTARY AREA. WIND ZONES FOR ROOF AND WALLS: "a" = 5' -0" (CORNER DISTANCE) ZONE 3 ZONE 2 (PERIMETER) 3 3/15/2013 For The Built © Environment CITY COMM. RESP. 2 ZONE 1 2 Cincinnati (FIELD) Columbus Dallas 3 2 3 waw waw 3" TYP. •c�1 { ;� Cji- •�tJt..l is � i ?it,- +i' ?if �tslL:..IiJG ,`a T. arrzu0TUnnL S =C: <,p� . M . . GDK JOB #:K LL= G.D. Klieger, Inc Consulting Structural Engineers 0 1909 Harrison St., Suite 204 Hollywood, Florida 33020 -5017 Phone: (954) 923 -2111 EB 0004821 EMAIU gklieger®att.net MAR 2 9 2013 - -� . ■ GERSHON KLIEGER, PE (FL. PE #36109) REVISION No. - Date - Revision Design Services 3/15/2013 For The Built © Environment CITY COMM. RESP. Atlanta Birmingham Cincinnati Columbus Dallas Fort Lauderdale 14F' ' Knoxville Jackson 'IV" Jacksonville Louisville Memphis Nashville A Richmond Tampa y r G R E S H A M SM ITH AN D P A R T N E R S 6030 Hollywood Blvd.7� Suite 210 Hollywood, Florida 330-2A.: -.'s 9 54.9 81.9100 ^r • FIRM'S FLORIDA CERT. NO. AAP000034/CA3806 ,,1626000797/LC26000381 u ' G.D. Klieger, Consulting Structural Engineers,* 1909 Harrison St., Suite Hollywood, Florida 33020 -5017 Phone: (954) 923 - 211x]. ,.:....s EMAIL: gkliegerOatt.net ,r3 tw t5cr) co M V) .O:. Cn D.. rn ± LO5 co SON GERSHON KLIEGER, PE (FL. PE #36109) REVISION No. - Date - Revision �2 3/15/2013 BD COMMENTS RESP © 3/29/2013 CITY COMM. RESP. GENERAL NOTES (Part 2) Sm=12 F IL E : K- 12059- S- 11.dwg PROJECT: 29080.00 DATE: 03/29/2013